Identification of Cracks
1(a): Aim: To determine the failure as shown in the given figure.
Procedure: In the given figure to determine the failure that the failure in the given figure is cloumn and beam junction falure. The stress that can be produced due to the During earthquakes, the failure of beam-column joints is governed by bond and shear failure mechanisms which are usually brittle. In such cases, the reinforcement bars slip inside the joint region, and beams lose their load capacity.
Forces acting on a beam column joints are the pattern of forces acting on a joint depends upon the configuration of the joint and the type of loads acting on it. The effects of loads on the three types of joints are discussed with reference to stresses and the associated crack patterns developed in The forces on an interior joint subjected to gravity loading can be depicted as shown in the tension and compression from the beam ends and axial loads from the columns can be transmitted directly through the joint. In the case of lateral (or seismic) loading, the equilibrating forces from beams and columns, as shown in Fig develop diagonal tensile and compressive stresses within the joint. Cracks develop perpendicular to the tension diagonal A-B in the joint and at the faces of the joint where the beams frame into the joint. The compression struts are shown by dashed lines and tension ties are shown by solid lines. Concrete being weak in tension, transverse reinforcements are provided in such a way that they cross the plane of failure to resist the diagonal tensile forces. The forces acting on an exterior joint can be idealized as shown in the shear force in the joint gives rise to diagonal cracks thus requiring reinforcement of the joint. The detailing patterns of longitudinal reinforcements significantly affect joint efficiency. Some of the detailing patterns for exterior joints are shown in Fig and Fig. The bars bent away from the joint core result in efficiencies of 25-40 % while those passing through and anchored in the joint core show 85-100% efficiency. However, the stirrups have to be provided to confine the concrete core within the joint. The forces in a corner joint with a continuous column above the joint can be understood in the same way as that in an exterior joint with respect to the considered direction of loading. Wall type corners form another category of joints wherein the applied moments tend to either close or open the corners. Such joints may also be referred as knee joints or L-joints. The stresses and cracks developed in such a joints are shown in Fig. Opening corner joints tend to develop nascent cracks at the reentrant corner and failure is marked by the formation of a diagonal tensile crack.3
.The detailing of the longitudinal reinforcement significantly influences the behavior of such joints. The forces developed in a closing joint are exactly opposite to those in an opening corner joint. The major crack is oriented along the corner diagonal. These joints show better efficiency than the opening joints. During seismic actions, the reversal of forces is likely and hence the corner joints have to be conservatively designed as opening joints with appropriate detailing. The moment resisting frame is expected to obtain ductility and energy dissipating capacity from flexural yield mechanism at the plastic hinges. Beam-column joint behaviour is controlled by bond and shear failure mechanisms, which are weak sources for energy dissipation. The performance criteria for joints under seismic actions may be summarized as follows:
1. The joint should have sufficient strength to enable the maximum capacities to be mobilized in the adjoining flexural members.
2. The degradation of joints should be so limited such that the capacity of the column is not affected in carrying its design loads.
3. The joint deformation should not result in increased storey drift.
This can be repairable that can be repaired.
1(b): Aim: To determine the failure as shown in the given figure.
Procedure: In the given figure to determine the failure that the failure in the given figure is Torsional falure. The stress that can be produced due to This study aims to discuss the evaluation of torsional moment and its effect on the shear capacity of columns with eccentric beam-column joints by inspecting the damaged buildings in the past earthquakes and by referring the past experimental studies. tensile stresses, which also maximizes the FRP efficiency. Comparison of the effectiveness of various wrapping configurations has shown that members that are fully wrapped with continuous FRP sheets performed better than those with
discrete strips or U-wrap Full wrapping, however, is not always practical, such as in the case of T-beams. Although most researchers have pointed out that a continuous loop is necessary to increase the torsional strength, research findings suggest that discontinuous laminates or even laminates with fibers oriented along the member longitudinal axis also improve the torsional capacity and performance. For example, longitudinal laminae applied to the face of RC spandrel beams were reportedly found to help maintain the
torsional stiffness by controlling concrete crack widths. Attention should be paid to the amount of FRP to avoid brittle failure because test results revealed that excessive amounts can reduce the ductility of the member.
Forces acting on a beam column joints are the pattern of forces acting on a joint depends upon the configuration of the joint and the type of loads acting on it. The effects of loads on the three types of joints are discussed with reference to stresses and the associated crack patterns developed in The forces on an interior joint subjected to gravity loading can be depicted as shown in the tension and compression from the beam ends and axial loads from the columns can be transmitted directly through the joint. In the case of lateral (or seismic) loading, the equilibrating forces from beams and columns, as shown in Fig develop diagonal tensile and compressive stresses within the joint. Cracks develop perpendicular to the tension diagonal A-B in the joint and at the faces of the joint where the beams frame into the joint. The compression struts are shown by dashed lines and tension ties are shown by solid lines. Concrete being weak in tension, transverse reinforcements are provided in such a way that they cross the plane of failure to resist the diagonal tensile forces. The forces acting on an exterior joint can be idealized as shown in the shear force in the joint gives rise to diagonal cracks thus requiring reinforcement of the joint. The detailing patterns of longitudinal reinforcements significantly affect joint efficiency. Some of the detailing patterns for exterior joints are shown in Fig and Fig. The bars bent away from the joint core result in efficiencies of 25-40 % while those passing through and anchored in the joint core show 85-100% efficiency. However, the stirrups have to be provided to confine the concrete core within the joint. The forces in a corner joint with a continuous column above the joint can be understood in the same way as that in an exterior joint with respect to the considered direction of loading. Wall type corners form another category of joints wherein the applied moments tend to either close or open the corners. Such joints may also be referred as knee joints or L-joints. The stresses and cracks developed in such a joints are shown in Fig. Opening corner joints tend to develop nascent cracks at the reentrant corner and failure is marked by the formation of a diagonal tensile crack.3
.The detailing of the longitudinal reinforcement significantly influences the behavior of such joints. The forces developed in a closing joint are exactly opposite to those in an opening corner joint. The major crack is oriented along the corner diagonal. These joints show better efficiency than the opening joints. During seismic actions, the reversal of forces is likely and hence the corner joints have to be conservatively designed as opening joints with appropriate detailing. The moment resisting frame is expected to obtain ductility and energy dissipating capacity from flexural yield mechanism at the plastic hinges. Beam-column joint behaviour is controlled by bond and shear failure mechanisms, which are weak sources for energy dissipation. The performance criteria for joints under seismic actions may be summarized as follows:
1. The joint should have sufficient strength to enable the maximum capacities to be mobilized in the adjoining flexural members.
2. The degradation of joints should be so limited such that the capacity of the column is not affected in carrying its design loads.
3. The joint deformation should not result in increased storey drift.
This cannot be repairable that can be repaired.
1(c): Aim: To determine the failure as shown in the given figure.
Procedure: In the given figure to determine the failure that the failure in the given figure is failure due to stresses shear falure. The stress that can be produced due to the During earthquakes, the failure of beam-column joints is governed by bond and shear failure mechanisms which are usually brittle. In such cases, the reinforcement bars slip inside the joint region, and beams lose their load capacity.
Forces acting on a beam column joints are the pattern of forces acting on a joint depends upon the configuration of the joint and the type of loads acting on it. The effects of loads on the three types of joints are discussed with reference to stresses and the associated crack patterns developed in The forces on an interior joint subjected to gravity loading can be depicted as shown in the tension and compression from the beam ends and axial loads from the columns can be transmitted directly through the joint. In the case of lateral (or seismic) loading, the equilibrating forces from beams and columns, as shown in Fig develop diagonal tensile and compressive stresses within the joint. Cracks develop perpendicular to the tension diagonal A-B in the joint and at the faces of the joint where the beams frame into the joint. The compression struts are shown by dashed lines and tension ties are shown by solid lines. Concrete being weak in tension, transverse reinforcements are provided in such a way that they cross the plane of failure to resist the diagonal tensile forces. The forces acting on an exterior joint can be idealized as shown in the shear force in the joint gives rise to diagonal cracks thus requiring reinforcement of the joint. The detailing patterns of longitudinal reinforcements significantly affect joint efficiency. Some of the detailing patterns for exterior joints are shown in Fig and Fig. The bars bent away from the joint core result in efficiencies of 25-40 % while those passing through and anchored in the joint core show 85-100% efficiency. However, the stirrups have to be provided to confine the concrete core within the joint. The forces in a corner joint with a continuous column above the joint can be understood in the same way as that in an exterior joint with respect to the considered direction of loading. Wall type corners form another category of joints wherein the applied moments tend to either close or open the corners. Such joints may also be referred as knee joints or L-joints. The stresses and cracks developed in such a joints are shown in Fig. Opening corner joints tend to develop nascent cracks at the reentrant corner and failure is marked by the formation of a diagonal tensile crack.3
.The detailing of the longitudinal reinforcement significantly influences the behavior of such joints. The forces developed in a closing joint are exactly opposite to those in an opening corner joint. The major crack is oriented along the corner diagonal. These joints show better efficiency than the opening joints. During seismic actions, the reversal of forces is likely and hence the corner joints have to be conservatively designed as opening joints with appropriate detailing. The moment resisting frame is expected to obtain ductility and energy dissipating capacity from flexural yield mechanism at the plastic hinges. Beam-column joint behaviour is controlled by bond and shear failure mechanisms, which are weak sources for energy dissipation. The performance criteria for joints under seismic actions may be summarized as follows:
1. The joint should have sufficient strength to enable the maximum capacities to be mobilized in the adjoining flexural members.
2. The degradation of joints should be so limited such that the capacity of the column is not affected in carrying its design loads.
3. The joint deformation should not result in increased storey drift.
This cannot be repairable that can be repaired.
2(a): Aim: To determine the failure as shown in the given figure.
Procedure: In the given figure to determine the failure that the failure in the given figure is failure due to stresses shear failure. The stress that can be produced due to the During earthquakes, the failure of beam-column joints is governed by bond and shear failure mechanisms which are usually brittle. In such cases, the reinforcement bars slip inside the joint region, and beams lose their load capacity.
Forces acting on a beam column joints are the pattern of forces acting on a joint depends upon the configuration of the joint and the type of loads acting on it. The effects of loads on the three types of joints are discussed with reference to stresses and the associated crack patterns developed in The forces on an interior joint subjected to gravity loading can be depicted as shown in the tension and compression from the beam ends and axial loads from the columns can be transmitted directly through the joint. In the case of lateral (or seismic) loading, the equilibrating forces from beams and columns, as shown in Fig develop diagonal tensile and compressive stresses within the joint. Cracks develop perpendicular to the tension diagonal A-B in the joint and at the faces of the joint where the beams frame into the joint. The compression struts are shown by dashed lines and tension ties are shown by solid lines. Concrete being weak in tension, transverse reinforcements are provided in such a way that they cross the plane of failure to resist the diagonal tensile forces. The forces acting on an exterior joint can be idealized as shown in the shear force in the joint gives rise to diagonal cracks thus requiring reinforcement of the joint. The detailing patterns of longitudinal reinforcements significantly affect joint efficiency. Some of the detailing patterns for exterior joints are shown in Fig and Fig. The bars bent away from the joint core result in efficiencies of 25-40 % while those passing through and anchored in the joint core show 85-100% efficiency. However, the stirrups have to be provided to confine the concrete core within the joint. The forces in a corner joint with a continuous column above the joint can be understood in the same way as that in an exterior joint with respect to the considered direction of loading. Wall type corners form another category of joints wherein the applied moments tend to either close or open the corners. Such joints may also be referred as knee joints or L-joints. The stresses and cracks developed in such a joints are shown in Fig. Opening corner joints tend to develop nascent cracks at the reentrant corner and failure is marked by the formation of a diagonal tensile crack.3
.The detailing of the longitudinal reinforcement significantly influences the behavior of such joints. The forces developed in a closing joint are exactly opposite to those in an opening corner joint. The major crack is oriented along the corner diagonal. These joints show better efficiency than the opening joints. During seismic actions, the reversal of forces is likely and hence the corner joints have to be conservatively designed as opening joints with appropriate detailing. The moment resisting frame is expected to obtain ductility and energy dissipating capacity from flexural yield mechanism at the plastic hinges. Beam-column joint behaviour is controlled by bond and shear failure mechanisms, which are weak sources for energy dissipation. The performance criteria for joints under seismic actions may be summarized as follows:
1. The joint should have sufficient strength to enable the maximum capacities to be mobilized in the adjoining flexural members.
2. The degradation of joints should be so limited such that the capacity of the column is not affected in carrying its design loads.
3. The joint deformation should not result in increased storey drift.
This cannot be repairable that can be repaired.
2(b): Aim: To determine the failure as shown in the given figure.
Procedure: In the given figure to determine the failure that the failure in the given figure is failure due to comprssive failure. The stress that can be produced due to the During earthquakes, the failure of beam-column joints is governed by bond and shear failure mechanisms which are usually brittle. In such cases, the reinforcement bars slip inside the joint region, and beams lose their load capacity.
Compression failure is the crushing or yielding of material itself and not the whole column. Shorter and wider column normally fails under compression failure when the axially loaded stress exceeds allowable stress. Compression failure occurs when then concrete starts to fail or bulge. We know the column consists of two major components concrete and steel. Compressive strength is normally how much load that the material can withstand before it could completely fail. Normally different materials have different compressive strength.
When columns are axially loaded, the concrete and steel will experience some stresses. When the loads are greater in amount compared to the cross –sectional area of the column, the concrete and steel will reach the yield stress and failure will be starting without any later deformation. In this type of failure, the material fails itself, not the whole column. This type of failure mostly occurs in shorter and wider columns. To avoid this, the columns should be made with the sufficient cross-sectional area compared to the allowable stress.
Forces acting on a beam column joints are the pattern of forces acting on a joint depends upon the configuration of the joint and the type of loads acting on it. The effects of loads on the three types of joints are discussed with reference to stresses and the associated crack patterns developed in The forces on an interior joint subjected to gravity loading can be depicted as shown in the tension and compression from the beam ends and axial loads from the columns can be transmitted directly through the joint. In the case of lateral (or seismic) loading, the equilibrating forces from beams and columns, as shown in Fig develop diagonal tensile and compressive stresses within the joint. Cracks develop perpendicular to the tension diagonal A-B in the joint and at the faces of the joint where the beams frame into the joint. The compression struts are shown by dashed lines and tension ties are shown by solid lines. Concrete being weak in tension, transverse reinforcements are provided in such a way that they cross the plane of failure to resist the diagonal tensile forces. The forces acting on an exterior joint can be idealized as shown in the shear force in the joint gives rise to diagonal cracks thus requiring reinforcement of the joint. The detailing patterns of longitudinal reinforcements significantly affect joint efficiency. Some of the detailing patterns for exterior joints are shown in Fig and Fig. The bars bent away from the joint core result in efficiencies of 25-40 % while those passing through and anchored in the joint core show 85-100% efficiency. However, the stirrups have to be provided to confine the concrete core within the joint. The forces in a corner joint with a continuous column above the joint can be understood in the same way as that in an exterior joint with respect to the considered direction of loading. Wall type corners form another category of joints wherein the applied moments tend to either close or open the corners. Such joints may also be referred as knee joints or L-joints. The stresses and cracks developed in such a joints are shown in Fig. Opening corner joints tend to develop nascent cracks at the reentrant corner and failure is marked by the formation of a diagonal tensile crack.3
.The detailing of the longitudinal reinforcement significantly influences the behavior of such joints. The forces developed in a closing joint are exactly opposite to those in an opening corner joint. The major crack is oriented along the corner diagonal. These joints show better efficiency than the opening joints. During seismic actions, the reversal of forces is likely and hence the corner joints have to be conservatively designed as opening joints with appropriate detailing. The moment resisting frame is expected to obtain ductility and energy dissipating capacity from flexural yield mechanism at the plastic hinges. Beam-column joint behaviour is controlled by bond and shear failure mechanisms, which are weak sources for energy dissipation. The performance criteria for joints under seismic actions may be summarized as follows:
1. The joint should have sufficient strength to enable the maximum capacities to be mobilized in the adjoining flexural members.
2. The degradation of joints should be so limited such that the capacity of the column is not affected in carrying its design loads.
3. The joint deformation should not result in increased storey drift.
This cannot be repairable that can be repaired.
2(c): Aim: To determine the failure as shown in the given figure.
Procedure: In the given figure to determine the failure that the failure in the given figure is failure due to bending failure. The stress that can be produced due to the During earthquakes, the failure of beam-column joints is governed by bond and shear failure mechanisms which are usually brittle. In such cases, the reinforcement bars slip inside the joint region, and beams lose their load capacity.
Forces acting on a beam column joints are the pattern of forces acting on a joint depends upon the configuration of the joint and the type of loads acting on it. The effects of loads on the three types of joints are discussed with reference to stresses and the associated crack patterns developed in The forces on an interior joint subjected to gravity loading can be depicted as shown in the tension and compression from the beam ends and axial loads from the columns can be transmitted directly through the joint. In the case of lateral (or seismic) loading, the equilibrating forces from beams and columns, as shown in Fig develop diagonal tensile and compressive stresses within the joint. Cracks develop perpendicular to the tension diagonal A-B in the joint and at the faces of the joint where the beams frame into the joint. The compression struts are shown by dashed lines and tension ties are shown by solid lines. Concrete being weak in tension, transverse reinforcements are provided in such a way that they cross the plane of failure to resist the diagonal tensile forces. The forces acting on an exterior joint can be idealized as shown in the shear force in the joint gives rise to diagonal cracks thus requiring reinforcement of the joint. The detailing patterns of longitudinal reinforcements significantly affect joint efficiency. Some of the detailing patterns for exterior joints are shown in Fig and Fig. The bars bent away from the joint core result in efficiencies of 25-40 % while those passing through and anchored in the joint core show 85-100% efficiency. However, the stirrups have to be provided to confine the concrete core within the joint. The forces in a corner joint with a continuous column above the joint can be understood in the same way as that in an exterior joint with respect to the considered direction of loading. Wall type corners form another category of joints wherein the applied moments tend to either close or open the corners. Such joints may also be referred as knee joints or L-joints. The stresses and cracks developed in such a joints are shown in Fig. Opening corner joints tend to develop nascent cracks at the reentrant corner and failure is marked by the formation of a diagonal tensile crack.3
.The detailing of the longitudinal reinforcement significantly influences the behavior of such joints. The forces developed in a closing joint are exactly opposite to those in an opening corner joint. The major crack is oriented along the corner diagonal. These joints show better efficiency than the opening joints. During seismic actions, the reversal of forces is likely and hence the corner joints have to be conservatively designed as opening joints with appropriate detailing. The moment resisting frame is expected to obtain ductility and energy dissipating capacity from flexural yield mechanism at the plastic hinges. Beam-column joint behaviour is controlled by bond and shear failure mechanisms, which are weak sources for energy dissipation. The performance criteria for joints under seismic actions may be summarized as follows:
1. The joint should have sufficient strength to enable the maximum capacities to be mobilized in the adjoining flexural members.
2. The degradation of joints should be so limited such that the capacity of the column is not affected in carrying its design loads.
3. The joint deformation should not result in increased storey drift.
This cannot be repairable that can be repaired.